CN203640257U - Support of overhanging type scaffold - Google Patents
Support of overhanging type scaffold Download PDFInfo
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- CN203640257U CN203640257U CN201320711443.2U CN201320711443U CN203640257U CN 203640257 U CN203640257 U CN 203640257U CN 201320711443 U CN201320711443 U CN 201320711443U CN 203640257 U CN203640257 U CN 203640257U
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- concrete wall
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- cantilever girder
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- bearing
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 137
- 239000010959 steel Substances 0.000 claims abstract description 137
- 230000002787 reinforcement Effects 0.000 claims abstract description 24
- 238000003466 welding Methods 0.000 claims description 7
- 238000010276 construction Methods 0.000 description 15
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 230000000717 retained effect Effects 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 230000007306 turnover Effects 0.000 description 1
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Abstract
The utility model provides a support of an overhanging type scaffold, relates to the technical field of fixing facilities of scaffolds, and aims to solve the problem that the conventional overhanging type scaffold is difficult to apply to a core barrel of high-rise building engineering as overhanging profile steel cannot be directly anchored on a shear wall of the core barrel in the conventional overhanging type scaffold, the support of the overhanging type scaffold is used for fixing the overhanging type scaffold on a concrete wall with vertical steel bars and comprises at least two cantilever steel beams, at least two built-in fittings buried in the concrete wall and at least two reinforcement pieces, wherein one end of each cantilever steel beam is fixedly connected with the corresponding built-in fitting and the corresponding vertical steel bar, and the other end of each cantilever steel beam is used for overlapping the overhanging type scaffold; the reinforcement pieces and the built-in fittings are positioned on two sides of the same ends of the cantilever steel beams, and the reinforcement pieces are fixedly connected with the cantilever steel beams and the vertical steel bars respectively. The support of the overhanging type scaffold is particularly suitable for the high-rise building engineering with the inner concrete core barrel and an outer steel framework structure.
Description
Technical field
The utility model relates to the fixation means technical field of scaffold, relates in particular to a kind of bearing of overhanging scaffold.
Background technology
Along with day being becoming tight of the development of Building technology and land resources, highrise building is more and more, the shortcomings such as the high investment, turnover period of tradition ground steel pipe scaffold are long can not adapt to the requirement of highrise building external scaffolding, and overhanging scaffold has overcome above-mentioned shortcoming and has been widely used.Overhanging scaffold refers to that its vertical direction load is delivered to the construction external scaffolding in agent structure by bottom shaped steel bearing support, is formed by combining by shaped steel bearing support, fastener type steel pipe scaffold and wall-connecting piece conventionally.Be applicable to be highly not more than on the highrise building of 100m or towering structure and use.
Refer to Fig. 1, the construction of existing overhanging scaffold, is first that overhanging type steel 1 is set up on structure floor 3 through reserved opening level at the reserved hole of metope.Overhanging type steel 1 is by being positioned at two anchor bolt 2(or the U-shaped reinforcing bar draw ring of its end) be fixed on structure floor 3, the other end of overhanging type steel 1 is encorbelmented and is stretched out structure floor 3 with support scaffolding 4.The length D that overhanging type steel 1 stretches on structure floor 3 is about 1.5m～2m, makes the structure floor 3 can be with overhanging type steel 1 co-operation to bear the pressure from scaffold 4, and avoids overhanging type steel 1 be excessively out of shape or rupture because one end is stressed.After end to be onstructed, remove the anchor bolt 2 of scaffold 4 and overhanging type steel 1 fixed end, overhanging type steel 1 is extracted out and is beneficial to the use of next time constructing from reserved opening, last, with the above-mentioned reserved opening of concrete shutoff.
At present, high building project extensively adopts the form of structure of Core Walls Structure, and Core Walls Structure is enclosed and be positioned at the central tubular construction of building by shear wall, is provided with between elevator hoistways, stair, ventilating shaft, cable shaft, communal bathroom, equipment component etc. in Core Walls Structure.The core wall structure that steel concrete is built is extremely conducive to structure stress, and has superior shock resistance.In high-building construction process, on Core Walls Structure shear wall, be reserved with a large amount of larger-size holes, and, the not structure floor vertical with shear wall, in the construction of setting up overhanging scaffold, the fixed end of overhanging type steel cannot be anchored on structure floor according to a conventional method, if overhanging type steel is anchored on shear wall, because overhanging type steel top reserved opening is larger, the anchored end of overhanging type steel is subject to less than the downward pressure from metope, under the effect of the scaffold crunch of the overhanging type steel other end, the anchored end of overhanging type steel is easily pulled up, thereby the security incident of causing, as can be seen here, when tradition overhanging scaffold is applied to core tube of high-rise building position, need take in addition reinforcement measure.
Summary of the invention
In existing overhanging scaffold, overhanging type steel cannot directly be anchored on Core Walls Structure shear wall, causes overhanging scaffold to be difficult to be applied to the problem in the Core Walls Structure of high building project.The purpose of this utility model is to provide a kind of bearing of overhanging scaffold, can be fixed on the vertical member of building, and overhanging scaffold can be applied in high building project.
The utility model solves the technical scheme that its technical problem adopts: it,, for described overhanging scaffold being fixed on to the concrete wall that are provided with vertical reinforcement, comprises at least two cantilever girder steels; At least two built-in fittings that are embedded in described concrete wall, one end of described cantilever girder steel is affixed with described built-in fitting and described vertical reinforcement respectively, and the other end of described cantilever girder steel is used for setting up described overhanging scaffold; And at least two girth members, described girth member and described built-in fitting are positioned at the both sides of same one end of described cantilever girder steel, and described girth member is affixed with described cantilever girder steel and described vertical reinforcement respectively.
One end affixed with described built-in fitting on described cantilever girder steel, and described girth member is all embedded in described concrete wall.
Further, described cantilever girder steel is vertically fixed on described concrete wall, and the depth D 1 of described cantilever girder steel and the thickness D2 of described concrete wall that are positioned at described concrete wall equate.
Preferably, the depth D 1 that is positioned at the described cantilever girder steel of described concrete wall is greater than 450mm.
Every two adjacent described Steel Cantilever case bays are 1.6m～1.8m.
Further, described built-in fitting comprises a steel plate, and is fixed at least one anchor frame on described steel plate, and described anchor frame is "Ji" type, and the horizontal edge on described anchor frame top is welded on described steel plate.
Further, described built-in fitting is arranged between the interior two adjacent described vertical reinforcements of described concrete wall.
Described built-in fitting and described vertical reinforced-bar-welding.
Preferably, the width of described steel plate is 200mm～350mm.
Described girth member is made up of angle bar or channel-section steel.
Effect of the present utility model is:
One, the bearing of overhanging scaffold of the present utility model, can be fixed on overhanging scaffold on the vertical member of building, as post, wall, cylinder (pond, well) wall etc.The fixed end of cantilever girder steel respectively with built-in fitting and vertical reinforced-bar-welding, and the fixed end of cantilever girder steel is embedded in concrete wall, the pressure of the vertical direction of concrete wall can act on the fixed end of cantilever girder steel, and the resistance to plucking ability of cantilever girder steel is stronger, and seat structure is more stable, safety; After construction finishes, remove scaffold, the cantilever girder steel of encorbelmenting in concrete wall outside is cut away, the part cantilever girder steel of burying underground is still stayed in concrete wall.And overhanging scaffold of the prior art, after scaffold construction finishes, needs to remove the anchor bolt of fixing overhanging type steel, overhanging type steel is extracted out from reserved opening, and repaired reserved opening.Overhanging scaffold of the present utility model has reduced the workload that reserved opening is repaired, and has shortened bearing and removed the time, has improved efficiency of construction.
Two, the seat structure of existing overhanging scaffold, in cantilever girder steel, the length of 1.5m～2m is set up on structure floor, encorbelment and be at least 1.5m in the length in structure floor outside, the overall length of cantilever girder steel is at least 3m, although cantilever girder steel can Reusability, but in construction works, disposable fund input is larger; And the bearing of overhanging scaffold of the present utility model, only stay in concrete wall with the cantilever girder steel of concrete wall thickness equal length, length is at least 0.45m, and the overall length of cantilever girder steel is at least 1.95 meters, and the cantilever girder steel cutting away still can come into operation again.Visible, bearing of the present utility model is saved steel 30%～60% left and right, greatly reduces the construction cost of bearing, saves great deal of steel; In addition, bearing has also utilized the interior existing vertical reinforcement of concrete wall as the member of reinforcing cantilever girder steel, and cantilever girder steel is more firmly fixed in concrete wall, has also saved built-in fitting materials'use amount.
Brief description of the drawings
Fig. 1 is the structural representation of the bearing of overhanging scaffold in prior art;
Fig. 2 is the structural representation of the bearing of the utility model overhanging scaffold;
Fig. 3 has been the structural representation of the bearing after welding and concreting;
Fig. 4 is the structural representation after the bearing of overhanging scaffold is removed.
Detailed description of the invention
Below will by cited embodiment by reference to the accompanying drawings, describe technology contents of the present utility model and feature in detail.For sake of convenience, hereinafter described " on ", D score is consistent with the upper and lower direction of accompanying drawing, but this can not become the restriction of technical solutions of the utility model.
The present embodiment is taking the shear wall of core wall structure in highrise building as example, the bearing 30 of a kind of overhanging scaffold of the present utility model is described in conjunction with Fig. 2 to Fig. 4, and its concrete wall 10(that is provided with vertical reinforcement 20 for overhanging scaffold is fixed on is shear wall).Bearing 30 comprises multiple cantilever girder steels 31 that are arranged side by side, multiple built-in fitting being embedded in concrete wall 10, and multiple girth member 32; Vertically set up on concrete wall 10 one end of cantilever girder steel 31, and the full weld seam in the bottom of cantilever girder steel 31 and the top of built-in fitting is connected, and meanwhile, cantilever girder steel 31 is connected with vertical reinforcement 20 spot welding that are positioned at its both sides.The other end of cantilever girder steel 31 is encorbelmented outside concrete wall 10, for setting up overhanging scaffold.Outside cantilever girder steel 31, choosing length is 1.5m.Girth member 32 and built-in fitting are positioned at same one end of cantilever girder steel 31, and girth member 32 welds with top and the vertical reinforcement 20 of cantilever girder steel 31 respectively.One end affixed with built-in fitting on cantilever girder steel 31, and girth member 32 is all embedded in concrete wall 10.
Further, the depth D 1 stretching in concrete wall 10 of cantilever girder steel 31 equates with the thickness D2 of concrete wall 10, neither wastes steel, makes again the fixed end of cantilever girder steel 31 participate in to greatest extent stressed.The depth D 1 that is positioned at the cantilever girder steel 31 of concrete wall 10 is greater than 450mm, and the thickness of concrete wall 10 is also greater than 450mm, could meet pressure-bearing needs.Further, every two adjacent cantilever girder steel 31 spacing are 1.6m～1.8m.Preferably, cantilever girder steel 31 is made up of the i iron of twin shaft symmetrical section, and preferred material is i18 GB i iron.
built-in fitting comprises a steel plate 33, and be vertically fixed at least one anchor frame 34 on steel plate 33, anchor frame 34 is "Ji" type, and the horizontal edge on anchor frame 34 tops is welded on the bottom surface of steel plate 33, and two legs of anchor frame 34 are positioned at the direction away from steel plate 33.Built-in fitting can stop cantilever steel girder 31 to overturn around concrete wall 10, and, two legs that are embedded in concrete wall 10 of anchor frame 34 have strengthened the bond strength of built-in fitting and concrete wall 10, under the powerful pressure-acting of builder's jack, can avoid being pulled up because of built-in fitting the security incident causing.
Built-in fitting is arranged between the interior two adjacent vertical reinforcements 20 of concrete wall 10.And built-in fitting welds with two vertical reinforcements 20 respectively.
The width of steel plate 33 is 200mm～350mm, as fixed point and the pressure-bearing pad of cantilever girder steel 31.Steel plate 33 is preferably dimensioned to be 200mm × 200mm × 10mm(length, width and height).
Girth member 32 is made up of angle bar or channel-section steel.The equal leg angle that in the present embodiment, preferred size is L63mm × 6mm, the top full weld of the horizontal plane of girth member 32 and cantilever girder steel 31, the two-sided full weld of the interior vertical reinforcement 20 of the vertical plane of girth member 32 and concrete wall 10.
In conjunction with Fig. 2 to Fig. 4, the course of work of the present utility model is described:
As shown in Figure 2, first, determine the position of built-in fitting according to bearing 30 layout plans.Built-in fitting is arranged between concrete wall one 10 ' upper surface and two vertical reinforcements 20, concreting make the anchor frame 34 of built-in fitting be embedded in concrete wall 1 ' in, the upper surface of the steel plate 33 of built-in fitting and concrete wall 1 ' upper surface concordant.
Treat that concrete wall 1 ' after building, cantilever girder steel 31 is placed in layout plan and built-in fitting position according to constructing.By cantilever girder steel 31 set up concrete wall 1 ' upper surface, and make the right-hand member of cantilever girder steel 31 and concrete wall 1 ' the surface of inner side B be positioned on same vertical plane, the left end level of cantilever girder steel 31 encorbelment concrete wall 1 ' outside A, and weld cantilever girder steel 31 and built-in fitting, and cantilever girder steel 31 and vertical reinforcement 20.Further, at the upper surface of cantilever girder steel 31, girth member 32 is set, and by the upper surface welding of the horizontal plane of girth member 32 and cantilever girder steel 31, the vertical plane of girth member 32 and vertical reinforcement 20 weld, and complete assembling and the welding job of bearing 30 each members.
As shown in Figure 3, the upper end of the cantilever girder steel 31 after fixing is continued concreting and is obtained concrete wall 2 10 "; concrete wall 1 ' " be combined into overall concrete wall 10 with concrete wall 2 10, the right-hand member of cantilever girder steel 31 is embedded in concrete wall 10, now, complete the fixing of bearing 30, overhanging scaffold can be erected on cantilever girder steel 31, to carry out next step constructing operation.
As shown in Figure 4, complete after construction, remove overhanging scaffold, and the cantilever girder steel 31 of encorbelmenting in concrete wall 10 outside A is cut to rear recycling, and part cantilever girder steel 31 in Transducers Embedded in Concrete wall 10 ' be retained in concrete wall 10.
The bearing 30 of overhanging scaffold of the present utility model, can be fixed on overhanging scaffold on the vertical member of building, as post, wall, cylinder (pond, well) wall etc.The fixed end of cantilever girder steel 31 welds with built-in fitting and vertical reinforcement 20 respectively, and the fixed end of cantilever girder steel 31 is embedded in concrete wall 10, the pressure of the vertical direction of concrete wall 10 can act on the fixed end of cantilever girder steel 31, the resistance to plucking ability of cantilever girder steel 31 is stronger, and seat structure is more stable, safety; After construction finishes, remove scaffold, the cantilever girder steel 31 of encorbelmenting in concrete wall 10 outsides is cut away, the part cantilever girder steel 31 buried underground ' still stay in concrete wall 10.And overhanging scaffold of the prior art, after scaffold construction finishes, needs to remove the anchor bolt of fixing overhanging type steel, overhanging type steel is extracted out from reserved opening, and repaired reserved opening.Overhanging scaffold of the present utility model has reduced the workload that reserved opening is repaired, and has shortened bearing and removed the time, has improved efficiency of construction.
The seat structure of existing overhanging scaffold, in cantilever girder steel, the length of 1.5m～2m is set up on structure floor, encorbelment and be at least 1.5m in the length in structure floor outside, the overall length of cantilever girder steel is at least 3m, although cantilever girder steel can Reusability, but in construction works, disposable fund input is larger; And the bearing 30 of overhanging scaffold of the present utility model, only stay in concrete wall 10 with the cantilever girder steel 31 of concrete wall 10 thickness equal lengths, length is at least 0.45m, and the overall length of cantilever girder steel 31 is at least 1.95 meters, and the cantilever girder steel 31 cutting away still can come into operation again.Visible, bearing 30 of the present utility model is saved steel 30%～60% left and right, greatly reduces the construction cost of bearing 30, saves great deal of steel; In addition, bearing 30 has also utilized the interior existing vertical reinforcement 20 of concrete wall 10 as the member of reinforcing cantilever girder steel 31, and cantilever girder steel 31 is more firmly fixed in concrete wall 10, has also saved built-in fitting materials'use amount.
Foregoing description is only the description to the utility model preferred embodiment; the not any restriction to the utility model scope; any change, modification that the those of ordinary skill in the utility model field does according to above-mentioned disclosure, all belong to the protection domain of claims.
Claims (10)
1. a bearing for overhanging scaffold, for described overhanging scaffold being fixed on to the concrete wall that are provided with vertical reinforcement, is characterized in that, it comprises:
At least two cantilever girder steels;
At least two built-in fittings that are embedded in described concrete wall, one end of described cantilever girder steel is affixed with described built-in fitting and described vertical reinforcement respectively, and the other end of described cantilever girder steel is used for setting up described overhanging scaffold;
And at least two girth members, described girth member and described built-in fitting are positioned at the both sides of same one end of described cantilever girder steel, and described girth member is affixed with described cantilever girder steel and described vertical reinforcement respectively.
2. the bearing of overhanging scaffold according to claim 1, is characterized in that: one end affixed with described built-in fitting on described cantilever girder steel, and described girth member is all embedded in described concrete wall.
3. the bearing of overhanging scaffold according to claim 2, is characterized in that: described cantilever girder steel is vertically fixed on described concrete wall, and the depth D 1 of described cantilever girder steel and the thickness D2 of described concrete wall that are positioned at described concrete wall equate.
4. the bearing of overhanging scaffold according to claim 3, is characterized in that: the depth D 1 that is positioned at the described cantilever girder steel of described concrete wall is greater than 450mm.
5. the bearing of overhanging scaffold according to claim 4, is characterized in that: every two adjacent described Steel Cantilever case bays are 1.6m～1.8m.
6. according to the bearing of the overhanging scaffold described in claim 1 to 5 any one, it is characterized in that: described built-in fitting comprises a steel plate, and be fixed at least one anchor frame on described steel plate, described anchor frame is "Ji" type, and the horizontal edge on described anchor frame top is welded on described steel plate.
7. the bearing of overhanging scaffold according to claim 6, is characterized in that: described built-in fitting is arranged between the interior two adjacent described vertical reinforcements of described concrete wall.
8. the bearing of overhanging scaffold according to claim 7, is characterized in that: described built-in fitting and described vertical reinforced-bar-welding.
9. according to the bearing of the overhanging scaffold described in claim 7 or 8, it is characterized in that: the width of described steel plate is 200mm～350mm.
10. according to the bearing of the overhanging scaffold described in claim 1 to 5 any one, it is characterized in that: described girth member is made up of angle bar or channel-section steel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320711443.2U CN203640257U (en) | 2013-11-12 | 2013-11-12 | Support of overhanging type scaffold |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320711443.2U CN203640257U (en) | 2013-11-12 | 2013-11-12 | Support of overhanging type scaffold |
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| Publication Number | Publication Date |
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| CN203640257U true CN203640257U (en) | 2014-06-11 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320711443.2U Expired - Fee Related CN203640257U (en) | 2013-11-12 | 2013-11-12 | Support of overhanging type scaffold |
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| CN (1) | CN203640257U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110821167A (en) * | 2019-11-22 | 2020-02-21 | 韶关市第一建筑工程有限公司 | Construction method for cantilever formwork support |
| CN114352002A (en) * | 2021-12-31 | 2022-04-15 | 中冶天工集团有限公司 | Handling method for placing scaffold cantilever beam on shear wall |
| CN114808759A (en) * | 2022-05-27 | 2022-07-29 | 中建八局第三建设有限公司 | Cantilever concrete formwork support structure of steel-concrete composite beam bridge and cantilever concrete construction method |
-
2013
- 2013-11-12 CN CN201320711443.2U patent/CN203640257U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110821167A (en) * | 2019-11-22 | 2020-02-21 | 韶关市第一建筑工程有限公司 | Construction method for cantilever formwork support |
| CN110821167B (en) * | 2019-11-22 | 2021-09-07 | 韶关市第一建筑工程有限公司 | Construction method for cantilever formwork support |
| CN114352002A (en) * | 2021-12-31 | 2022-04-15 | 中冶天工集团有限公司 | Handling method for placing scaffold cantilever beam on shear wall |
| CN114808759A (en) * | 2022-05-27 | 2022-07-29 | 中建八局第三建设有限公司 | Cantilever concrete formwork support structure of steel-concrete composite beam bridge and cantilever concrete construction method |
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| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140611 |
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| CF01 | Termination of patent right due to non-payment of annual fee |